NTA Evaluation Report: HOCK Reissue Date: 04/12/18 This report is subject to annual review

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1 PRODUCT: Cold-Formed Steel Profiles DIVISION: Metals (05) SECTION: Cold-Formed Metal Framing (40) Report Holder Howick Unit Illinois Avenue Perris, CA Manufacturing Locations None at this time Additional Listees KHS&S Contractors 5109 East La Palma Avenue Anaheim, CA Oldcastle SurePods 2300 Principal Row Orlando, FL Listee Manufacturing Locations KHS&S Contractors 7555 Evans Street Riverside, CA Oldcastle SurePods 2300 Principal Row Orlando, FL SUBJECT 1.1 Cold-formed steel non-load bearing and load bearing framing (studs, tracks, deflection tracks, joists, and truss components) 2. SCOPE NTA, Inc. has evaluated the above product(s) for compliance with the applicable sections of the following codes: , 2015 International Building Code (IBC) , 2015 International Residential Code (IRC) 2.3 AISI S100 North American Specification for the Design of Cold-Formed Steel Structural Members, 2007 Edition, with Supplement 2, dated 2010 NTA, Inc. has evaluated the above product(s) in accordance with: 2.4 NTA IM 036 Quality System Requirements 2.5 NTA IM SEP01 Light Gage and Cold-Formed Steel Structural Components NTA, Inc. has evaluated the following properties of the above product(s): 2.6 Gross Properties 2.7 Effective Section Properties 2.8 Torsional Properties 2.9 Deflection (Slip Track) Properties To obtain the most current NTA NER Report, visit 3. USES 3.1 General. Howick s cold-formed steel profiles are recognized for use in framing of non-load bearing interior walls, curtain walls, and load bearing walls. The steel components described in this report comply with Section 2210 of the IBC and Section R , R505, R603 and R804 of the IRC. 3.2 Howick s deflection track is a top track that is recognized for use in non-load-bearing, cold-formed steel framed wall assemblies where vertical movements between the top of the wall and supporting structure must be accommodated. The deflection track may accommodate up to +/-3/4-in. of vertical movement 4. DESCRIPTION 4.1 General. The structural cold-formed steel profiles recognized in this report are limited to those products noted in Table 2, and Table 5 through Table 8, as fabricated at the manufacturing facility herein. The components are formed from coils of steel in machines, such as the one shown in Figure 1, and have been designed in accordance with Section 2210 of the IBC. See Figure 1 for component cross sections. Material thickness, yield strength and section properties are provided in Table 1, Table 2, and Table 5 through Table Materials Structural Members. Structural members are coldformed from steel coils conforming to ASTM A1003 Structural Grade 33 Type H (ST33H), Structural Grade 55 Type H (ST50H) or ASTM A653 HSLAS Grade 80. Additionally structural members may conform to ASTM A653 Structural Steel (SS) Grade 33 or SS Grade 50 Class 1. Structural members have a minimum protective coating of G60 or AZ50 as described in ASTM A653 and ASTM A792, respectively Non-Structural Members. Non-Structural members are cold-formed from steel coils conforming to ASTM A1003 Structural Grade 33 Type L (ST33L), Structural Grade 55 Type L (ST50L), and HSLAS Grade 80. Non-Structural members have a minimum protective coating of G40 or AZ50 as described in ASTM A653 and ASTM A792, respectively Substitution of materials found in AISI S100 Section A2.1 which are of equivalent or better material specification and grade is acceptable. Page 1 of 13

2 4.3 Construction Available Sections. The sections evaluated in this report are identified in Table 2. Gross, effective, and torsional section properties are set forth in Table 2 through Table 7. Material Storage. All material shall be stored dry and shall be kept free of excessive corrosion Web Punch-Outs. The studs may be manufactured with or without web punch-outs. When punch-outs are provided, they are located along the center of the web and have a maximum width of 1-1/2 in. (64 mm) and maximum length of 4-1/2-in. (114 mm) in members having an out-to-out flange width of in. Members having out-to-out flange widths of 2-in. have stiffened circular holes having a 3-in. diameter for 8-in. deep members and 5.5-in. diameter for deeper members. The holes are spaced a minimum of 24-in. on center and not less than 12-in. (254 mm) from each end of the member. Punch-outs in sections having an h/t ratio exceeding 200, as identified in Table 3, shall not be provided unless evaluated independently from this report. Members having flange widths greater than 2-in. have not been evaluated for web punch-outs Track Members. Tracks may be provided with a stiffening lip that is removed only at the stud locations (Figure 1) Deflection Track (DT) Members. Deflection tracks consist of an unstiffened C-shape with flanges having 1/4-in. wide by up to 1-1/2 in. long vertical slots spaced every 1-in. to 24-in. on-center along the length of the section. 5. DESIGN 5.1 General. The scope of this report is limited to coldformed steel profiles specified herein. Details related to incorporation of the product beyond that scope are the responsibility of the designer of record. 5.2 International Building Code (IBC). Analysis and design under the IBC shall be in accordance with IBC Section Structural capacities shall be determined in accordance with the applicable edition of AISI S100 based on structural properties provided in this report 5.3 International Residential Code (IRC). The S-sections lists in this report qualify for use with the prescriptive requirements of the IRC Sections R505, R603 and R804. Use of other sections or non-prescriptive design and detailing must conform to IRC Section R INSTALLATION 6.1 General. Cold-formed steel profiles shall be fabricated, identified and erected in accordance with this report, the approved construction documents and the applicable code. In the event of a conflict between the manufacturer s published installation instructions and this report, this report shall performed under the direct supervision of Professional Page 2 of 13 govern. Approved construction documents shall be available at all times on the jobsite during installation. 7. CONDITIONS OF USE 7.1 Cold-formed steel profiles as described in this report comply with the codes listed in Section 2 above, subject to the following conditions: 7.2 Components shall be installed in accordance with this report, applicable code(s), Howick s installation instructions, and the approved design document prepared by a registered design professional. 7.3 Uncoated minimum steel thickness of cold-formed steel members, as delivered to the jobsite, shall not be less than the specified minimum in Table Complete plans and calculations verifying compliance with this report must be submitted to the code official for each project. The calculations and drawings shall be prepared and sealed by a registered design professional where required by the statutes of the jurisdiction in which the project is constructed. 7.5 Stud member end reactions, resulting from allowable heights and loads, as noted in the accompanying tables, shall be checked with the web crippling tables noted in this report. 7.6 Product must be fabricated at the facility listed in this report. 8. EVIDENCE SUBMITTED NTA, Inc. has examined the following evidence to evaluate this product: 8.1 Qualification Calculations in accordance with AISI S100 North American Specification for the Design of Cold-Formed Steel Structural Members, 2007 Edition, with Supplement 2, dated Review of plant quality assurance manual in accordance with NTA IM 036 and NTA IM Plant certification inspection of manufacturer s production facilities, test procedures, frequency and quality control sampling methods, test equipment and equipment calibration procedures, test records, dates and causes of failures when applicable in accordance with NTA IM 036 and NTA IM Periodic quality assurance audits of the production facility. Evaluation evidence and data are on file with NTA, Inc. NTA, Inc. is accredited by the International Accreditation Service (IAS) as follows: ISO Inspection Agency (AA-682) ISO Testing Laboratory (TL-259) ISO Product Certification Agency (PCA-102) The scope of accreditation related to testing, inspection or product certification pertain only to the test methods and/or standard referenced therein. Design parameters and the application of building code requirements, such as special inspection, have not been reviewed by IAS and are not covered in the accreditation. Product evaluations are

3 Engineers licensed in all jurisdictions within the United States as required by the building code and state engineering board rules. 9. FINDINGS All products referenced herein are manufactured under an in-plant Quality Assurance program to ensure that the production quality meets or exceeds the requirements of the codes noted herein and the criteria as established by NTA, Inc. Furthermore, product must comply with the conditions of this report IDENTIFICATION Each eligible product shall be permanently marked to provide the following information: 10.1 The NTA, Inc. Listing Mark, shown below, or NTA NTA s Listing No. HOCK At a maximum of 96-in. on-center profiles are to be marked with: Roll former s identification (name, logo, or initials of the manufacturer forming the product) Material minimum base metal thickness (un-coated) in decimal thickness or mils Minimum specified yield strength Appropriate coating designator 10.4 Additionally, each lift or bundle of like members must be labeled with: Roll former s identification (name, logo, or initials of the manufacturer forming the product) Length Quantity Roll former s member designator (including member depth, flange size, and minimum steel thickness) HOCK Page 3 of 13

4 Thickness (mils) Table 1: Typical Base Metal Thicknesses Minimum Thickness 1 Design Thickness Reference Gage Drywall Structural Minimum thickness represents 95% of the design thickness and is the minimum acceptable thickness delivered to the job site in accordance with AISI S100, Section A U.S. standard gage for uncoated hot- and cold-rolled sheets. Gage numbers are only provided as a reference and should not be used to order, design or specify steel studs, joists or tracks. Stud (S) Section Track (T) and Deflection Track (DT) Section Figure 1: Stud and Track Geometry Page 4 of 13

5 Web Depth D Flange Width B Table 2: Section s and Gross Properties Section Geometry Gross Section Properties 1, 2 Design Lip Bend Thickness Length Radius t d R Area Weight I xx S xx R x (in. 2 ) (lbf/ft) (in. 3 ) STUD (S) GROSS SECTION PROPERTIES 162S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S Table is continued. Footnotes are provided at end of table. I yy S yy (in. 3 ) R y Page 5 of 13

6 Web Depth D Table 2: Section s and Gross Properties (continued) Section Geometry Gross Section Properties 1, 2 Design Lip Bend Thickness Length Radius t d R Area Weight I xx S xx R x (in. 2 ) (lbf/ft) (in. 3 ) Flange Width B TRACK (T) GROSS SECTION PROPERTIES 362T T T T T T DEFLECTION TRACK (DT) GROSS SECTION PROPERTIES 362DT DT DT Definitions of structural properties: Area The cross sectional area of the full un-reduced cross-section of the studs, away from any punch outs. Weight The weight per foot of the full un-reduced cross-section of the studs, away from any punch outs. Ixx Moment of inertia of the gross section about the strong axis (X-X) Sxx Section modulus of the gross section about the strong axis (X-X) Rx Radius of gyration of the gross section about the strong axis (X-X) Iyy Moment of inertia of the gross section about the weak axis (Y-Y) Syy Section modulus of the gross section about the weak axis (Y-Y) Ry Radius of gyration of the gross section about the weak axis (Y-Y) 2 Tabulated gross properties are based on the full un-reduced cross section of the studs, away from any pushouts. I yy S yy (in. 3 ) R y Table 3: Web Depth-to-Thickness Ratios 1, 2, 3 (h/t) Web Depth, D 23 mil in. 27 mil in. 33 mil in. 43 mil in. 54 mil in. 68 mil in. 97 mil in. 162S S S S S S S S S S S S h value used for h/t calculations is the flat width of the web, which is the out-to-out size, minus twice the thickness, minus twice the inside bend radius. 2 Where h/t values exceed 200, bearing stiffeners satisfying the requirements of AISI S100, Section C3.7.1, must be provided and holes in the web are not permitted unless evaluated independently. 3 h/t values exceeding 260 are marked with a dash (-), such members shall not be as structural members. Page 6 of 13

7 Design Thickness J Table 4: Torsional Properties 1 C w (in. 6 ) STUD (S) TORSIONAL PROPERTIES 162S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S Table is continued. Footnotes are provided at end of table. r o x o m j Page 7 of 13

8 Design Thicknes s Table 4: Torsional Properties (continued) 1 J C w (in. 6 ) TRACK (T) TORSIONAL PROPERTIES 362T T T T T T DEFLECTION TRACK (DT) TORSIONAL PROPERTIES 362DT DT DT Definitions of torsional properties: r o J St. Venant torsional constant Cw Torsional warping constant ro Polar radius of gyration about the shear center xo Distance from the shear center to the centroid along the principal X-Axis m Distance from the shear center to the mid-plane of the web j Section property for torsional-flexural buckling 1 (xo/ro) 2 x o m j Page 8 of 13

9 Design Thickness 1, 2, 3 Table 5: Effective Section Properties (33 ksi) F y = 33 ksi, F u = 45 ksi I xe S xe F ya (in. 3 ) (ksi) (kip-in.) (kip-in.) STUD (S) EFFECTIVE SECTION PROPERTIES 162S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S Table is continued. Footnotes are provided after Table 7. M al M ad L u V a (lb) V apo (lb) Page 9 of 13

10 1, 2, 3 Table 5: Effective Section Properties (continued) (33 ksi) TRACK (T) EFFECTIVE SECTION PROPERTIES 362T T T T T T DEFLECTION TRACK (DT) EFFECTIVE SECTION PROPERTIES 362DT DT DT Footnotes are provided after Table 7. Design Thickness 1, 2, 3 Table 6: Effective Section Properties (50 ksi) F y = 50 ksi, F u = 65 ksi I xe S xe F ya (in. 3 ) (ksi) (kip-in.) (kip-in.) STUD (S) EFFECTIVE SECTION PROPERTIES 162S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S Table is continued. Footnotes are provided after Table 7. M al M ad L u V a (lb) V apo (lb) Page 10 of 13

11 1, 2, 3 Table 6: Effective Section Properties (continued) (50 ksi) 800S S S S S S S S S S S S S S S S TRACK (T) EFFECTIVE SECTION PROPERTIES 362T T T T T T DEFLECTION TRACK (DT) EFFECTIVE SECTION PROPERTIES 362DT DT DT Footnotes are provided after Table 7. Design Thickness 1, 2, 3 Table 7: Effective Section Properties (80 ksi) F y = 80 ksi, F u = 90 ksi I xe S xe F ya (in. 3 ) (ksi) (kip-in.) (kip-in.) STUD (S) EFFECTIVE SECTION PROPERTIES 162S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S Table is continued. Footnotes are provided after Table 7. M al M ad L u V a (lb) V apo (lb) Page 11 of 13

12 1, 2, 3 Table 7: Effective Section Properties (continued) (80 ksi) 600S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S TRACK (T) EFFECTIVE SECTION PROPERTIES 362T T T T T T DEFLECTION TRACK (DT) EFFECTIVE SECTION PROPERTIES 362DT DT DT Footnotes are provided after Table 7. Table 5, 6 and 7: Effective Section Properties (footnotes) 1 Definitions of structural properties: I xe Moment of inertia for deflection calculations about the strong axis (X-X) S xe Effective section modulus about the strong axis (X-X) Stress = F ya based on local buckling F ya Average yield stress of section considering the cold work of forming M al Allowable bending moment limited by local buckling only about the X-X axis M ad Allowable bending moment limited by distortional buckling, assuming K = 0 (no bracing from sheathing) and = 1.0 (no moment gradient) L u Maximum unbraced length for lateral-torsional buckling. Members are considered fully braced when the unbraced length is less than L u. If the unbraced length exceeds L u then lateral-torsional buckling must be evaluated independently. V a Allowable strong axis (X-X) shear load, away from punch-out V apo Allowable strong axis (X-X) shear at the punch-out, see limitations in note 3 2 For deflection calculations, use the effective moment of inertia 3 Where h/t values exceed 200, bearing stiffeners satisfying the requirements of AISI S100, Section C3.7.1, must be provided and the shear strengths provided do not apply. 4 Members evaluated using the direct strength analysis method due to elements exceeding slenderness limits in AISI S100, Section B1.1. Page 12 of 13

13 Table 8: Deflection Track (DT) Allowable Stud Lateral End Reaction (lbf) 1 F y = 33 ksi F y = 50 ksi F y = 80 ksi Max. Gap 2 Stud Spacing (in. on-center) Stud Spacing (in. on-center) Stud Spacing (in. on-center) DT DT DT DT DT DT The allowable reaction is the point load allowed into the deflection track imposed by a single stud. 2 Values apply where the distance between the stud web at the end of the stud and the track web does not exceed stated maximum gap. Figure 1: Howick Frama 5600 Roll-Forming Machine Page 13 of 13